HPM AND PPMANCHOR BOLTS

Version 03/2009

Benefi ts of HPM and PPM Anchor Bolts

Wide variety of capacities available•

Forged heads allow for shallow foundations•

Bolt Connection – No Welding at the Site•

HPM/L Anchor Bolts Have ETA-Approval•

Right to Use CE-Marking•

Free Use of the Product Without Commercial Limitations•

Standardized Products•

Precalculated Design Parameters Available•

Fast Delivery Time•

Available in Stainless St• eel and Hot Dip Gavanized

HPM AND PPMANCHOR BOLTS

Peikko’s benefi ts:

Reliable: passed demanding test program

Competitive price and delivery time

Economical and easy to use in designing, manufacturing and installation of the elements

For technical support, please contact us at 1-888-PEIKKO-1

Printed in Canada

SAFETY CONSIDERATIONS

Read, understand and follow the information in this publication before using any of the Peikko product displayed herein. When in doubt about the proper use or installation of any Peikko® lifting product, immediately contact the Peikko Engineering Services for clarification.

Peikko® guarantees the products it manufactures only when used by qualified, experienced and properly supervised workmen adhering to the safety factor standards detailed below. Misuse, misapplication or lack of proper supervision and/or inspection can result in serious accidents. If you have unusual applications or are uncertain about a product application, contact Peikko‘s Engineering Services for clarification and carefully field test the application prior to general use.

The user of a Peikko® product must evaluate the product application to determine the safe working load and control all field conditions to prevent application of loads in excess of a product’s safe working load. The Safety Factors Table shown in this publication are approximate minimum values. The data used to develop safe working loads for products displayed in this publication is a combination of actual testing and/or other industry sources.

Recommended safe working loads given for the products in the publication must never be exceeded. Safety factors are determined by the degree of risk involved in the use of the product and are established by the American Concrete Institute (ACI), Occupational Safety and Health Administration (OSHA) and American National Standards Institute (ANSI).

All products displayed in this publication have the applicable safety factor used to derive their safe working loads. This does not relieve the user of the responsibility to carefully calculate and determine the actual loads that will be applied in a specific product application.

WORN WORKING PART

For safety, concrete accessories must be properly used and maintained. Concrete accessories shown in this publication may be subject to wear, overloading, deformation, intentional alteration and other factors that may affect the device’s performance. All reusable accessories must be inspected regularly by the user to determine if they may be used at the rated safe working load or removed from service. The frequency of inspections depends upon factors such as (but not limited to) the amount of use, period of service and environment. It is the responsibility of the user to schedule hardware inspections for wear and to remove from service when wear is noted.

WELDING CONSIDERATIONS

Peikko cannot control field conditions or field workmanship; therefore it cannot guarantee any Peikko® product that has been altered in any ways after it has left the manufacturing facility. This includes welding, bending, filing, etc. Never weld to a casting unless authorized by a lisenced metallurgical engineer. Welding to a casting can cause localized embrittlement that greatly reduces the load-carrying capacity of the casting. Tack welding to wire products can have the same effect.

PRODUCT DESIGN AND SAFE WORKING LOAD CHANGES

As a manufacturer of quality concrete accessories, Peikko reserves the right to change product designs and/or product safe working load ratings at any time without prior notice to prospective users. Any such changes will only be made to improve the product or to increase product safety.

CORROSION OF THE PRODUCTS

Corrosion may occur on exposed metal products when architectural precast members are etched or acid washed. The amount of corrosion will depend on the acidity of the wash and/or the type of chemicals used.

EMBRITTLEMENT

Carbon steels, cold-worked steels and heat treated steels are susceptible to embrittlement in both electroplating and hot dip galvanizing operations. Any severely cold-worked steel must be stress-relieved from strain aging by baking prior to electro-plating or hot dip galvanizing. Any steel with significant high strength or high carbon content is susceptible to hydrogen embrittlement during electro-plating or hot dip galvanizing.It must be baked after the coating is applied to drive out excessive hydrogen. WARNING : Products manufactured from high carbon steel that are electro-plated or hot dip galvanized must be properly heat treated to minimize embrittlement. Failure to properly heat treat these products may cause a compromise of their safe working loads and result in a premature failure of the product.

CAPACITIES

Please note that the information contained in graphs, tables and figures is provided only as a guideline. Local authorities having jurisdiction should be consulted prior to plan submission.

Improper Use of the Peikko Products Can Cause Severe Injuries or Death

1. DESCRIPTION OF THE SYSTEM ...........................................5

2. DIMENSIONS AND MATERIALS ...........................................5

3. MANUFACTURING ...............................................................6

3.1 Manufacturing method ................................................................................... 6

3.2 Manufacturing tolerances .............................................................................. 6

3.3 Manufacturing markings ................................................................................ 6

3.4 Quality control ............................................................................................... 7

4. CAPACITIES .........................................................................7

4.1 Capacity values .............................................................................................. 7

4.2 Interaction of tensile and shear forces .......................................................... 7

4.2.1 Formula for tension ..................................................................... 7

4.2.2 Formula for shear ......................................................................... 7

4.2.3 Formula for tension and shear ..................................................... 7

5. APPLICATION ......................................................................8

5.1 Limitations for application ............................................................................. 8

5.2 Design principles ............................................................................................ 8

5.2.1 Principle of application .................................................................................... 8

5.2.2 Calculation principles ...................................................................................... 8

5.2.3 Requirements for concrete bedding .............................................................. 8

5.2.4 Minimum edge distances, centres and attachment bedding

reinforcement for long Bolts .......................................................................... 8

5.2.5 Minimum edge distances, centres and attachment bedding

reinforcement for short Bolts ........................................................................ 9

5.2.6 The correction factors of capacity values ..................................................... 11

5.2.7 Joining to foundations and column to column connections ...................... 11

5.3 Erection notice .............................................................................................. 11

6. INSTALLATION ....................................................................13

6.1 Appliance and equipment ............................................................................. 13

6.2 Bolt installation and installation tolerances ................................................. 14

6.3 Bending the Bolts .......................................................................................... 14

6.4 Welding of the Bolts ...................................................................................... 14

6.5 Installing the columns ................................................................................... 14

7. INSTALLATION CONTROL ...................................................14

7.1 Instructions for controlling Bolt installation ................................................ 14

7.2 Instructions for controlling column installation ........................................... 15

CONTENTS

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1. DESCRIPTION OF THE SYSTEMThe Peikko® PPM and HPM Anchor Bolts transfer the tension, compression and shear forces to the reinforced concrete base structure.

There are two types of PPM and HPM Anchor Bolts:

• Long Anchor Bolts (HPM/P and PPM/P) for splices• Short Anchor Bolts (HPM/L and PPM/L) for anchoring

The long Anchor Bolts transfer the compression and tension forces through the bond of the ribbed bars. The short Anchor Bolts transfer the forces through the bond of the ribbed bars and headed studs.

Concrete blow out failure generally defi nes the tensile capacity of the Bolt.

Use range:

• in concrete element column joints with Column Shoes• in steel column joints• in concrete element wall joints with PSK Wall Shoes (Note: AL washers to be used)• in concrete element beam joints with Beam Shoes• in fi xing machines to the concrete

Note: The capacities and reinforcements specifi ed in this bro-chure’s tables are provided as guidelines. Local authorities hav-ing jurisdiction should be consulted prior to plan submission.

Figure 1. Bolts in reinforced concrete column joint

2. DIMENSIONS AND MATERIALSMaterials and standards:

Ribbed Bars A500HW SFS 1215 / B500B

SFS-EN 10080-1:2005

Threaded Bars High strength steel fyk ≥ 112 ksi (770 MPa) (t < 1-3/8 “ (35 mm))

fyk ≥ 101 ksi (770 MPa) (t > 1-3/8 “ (35 mm))

Washers S355J2 + N SFS-EN 10025 / DIN 7349

Nuts property class 8.8 SFS-EN ISO 4032 / SFS-EN 24032 / DIN 934

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HPM AND PPM ANCHOR BOLTSTable 1. Dimensions, Weights, Stress areas of the threads and Colors of the HPM Anchor Bolts

MA

Stress area of the

thread

Ribbed Bar Ø

Washer ØHPM/P HPM/L

ColorThread Type L Weight L Weight

[US*] [ SI] [in] [ mm] [in2] [ mm2] [SI] [ US*] [in] [ mm] [in] [ mm] [lb] [kg] [in] [ mm] [lb] [kg]

HPM 16 5/8 M16 5-1/2 140 0.243 157 M16 #5 ø 1-1/2-1/4 ø38-6 31-7/8 810 3.75 1.7 11 280 1.98 0.9 yellow

HPM 20 3/4 M20 5-1 140 0.379 245 M20 #6 ø 1-13/16-1/4 ø46-6 39-3/8 1000 6.39 2.9 13-3/4 350 3.09 1.4 blue

HPM 24 7/8 M24 6-11/16 170 0.545 352 M25 #8 ø 2-13/16-1/4 ø56-6 45-5/8 1160 10.80 409 16-15/16 430 4.85 2.2 grey

HPM 30 1-1/8 M30 7-1/2 190 0.869 561 M32 #10 ø 2-1/2-5/16 ø65-8 55-7/8 1420 21.61 9.8 19-11/16 500 9.04 4.1 green

HPM 39 1-1/2 M39 7-7/8 200 1.512 976 M40 #11 ø 3-1/2-3/8 ø90-10 78-3/4 2000 48.06 21.8 27-9/16 700 20.28 9.2 orange

* Imperial values converted from metric standards

L L

HPM P HPM L

Ø Ø

A A

M M

Table 2. Dimensions, Weights, Stress areas of the threads and Colors of the PPM Anchor Bolts

MA

Stress area of the

thread

Ribbed Bar Ø

Washer ØPPM/P PPM/L

ColorThread Type L Weight L Weight

[US*] [ SI] [in] [ mm] [in2] [ mm2] [in] [ mm] [in] [ mm] [in] [ mm] [lb] [kg] [in] [ mm] [lb] [kg]

PPM 22 7/8 M22 6-1/4 160 0.469 303 2ø#6 2ø20 ø 2-1/4-1/4 ø56-6 46-7/8 1190 13.67 6.2 20 510 6.39 2.9 light. blue

PPM 27 1 M27 6-11/16 170 0.711 459 2ø#8 2ø25 ø 2-9/16-5/16 ø65-8 55-3/4 1415 25.35 11.5 25-9/16 650 12.57 5.7 black

PPM 30 1-1/8 M30 7-1/2 190 0.869 561 2ø#8 2ø25 ø 2-9/16-5/16 ø65-8 67-1/8 1705 31.09 14.1 26-3/8 670 13.67 6.2 -

PPM 36 1-1/4 M36 7-1/2 190 1.266 817 4ø#6 4ø20 ø 80-5/16 ø80-8 57 1450 35.27 16.0 29-1/8 740 20.72 9.4 red

PPM 39 1-1/2 M39 7-1/2 190 1.512 976 3ø#8 3ø25 ø 3-1/2-13/32 ø90-10 71-1/2 1815 51.81 23.5 34-5/8 880 28.00 12.7 brown

PPM 45 1-3/4 M45 6-21/32 220 2.023 1306 4ø#8 4ø25 ø 3-15/16-13/32 ø100-10 71-7/8 1825 69.23 31.4 38-9/16 980 41.00 18.6 purple

PPM 52 2 M52 9-7/8 250 2.723 1758 4ø#10 4ø32 ø 3-15/16-1/2 ø100-12 76 1930 114.86 52.1 44-7/8 1140 71.87 32.6 white

PPM 60 2-1/4 M60 12-1/4 310 3.659 2362 4ø#10 4ø32 ø 4-1/2-19/32 ø115-15 98 2490 156.53 71.0 52-3/8 1330 92.59 42.0 -

* Imperial values converted from metric standards

LPPM P PPM L

Ø Ø

A

M

LA

M

3. MANUFACTURING

3.1 Manufacturing method

Ribbed Bars Mechanical cutting Threads Mechanical machining Welding MAG by hand or robot Forging Hot forging or similar anchoring Welding class C (SFS-EN 25817)

3.2 Manufacturing tolerances

Length ± 3/8 “ (±10 mm)Thread length +3/16 “, -0 “ (+5 mm, -0 mm)

3.3 Manufacturing markings

Products are marked with the mark of Inspecta, the emblem of Peik-ko Group, the type of the product, the year and the week of manufac-turing. The Bolt is marked with the same color as the corresponding Column Shoes. Studded Bolts have either “PG “ or Peikko® emblem on the headed studs. HPM L Anchor Bolts have CE-marking.

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3.4 Quality control

Peikko is under the Inspecta Certifi cation for quality control. HPM and PPM Anchor Bolts have certifi ed prod-uct declarations. PPM/L Anchor Bolts have certifi ed product declaration. HPM/L Anchor Bolts are ETA approved.

4. CAPACITIES

4.1 Capacity values

All values in table 3 are obtained from steel capacity of the bolt as being the governing failure mode. In order to make sure that the steel failure will be the governing failure mode, the minimum compressive strength of the concrete used in the bolt (f’c ≥ 4500 psi (30 MPa)), the minimum edge distance (1,5 X hef) and the thickness of the slab of at least 2,25 X hef

must be respected.

If a bolt is located at less than 1,5 times the embedment length; for an edge or if the minimum concrete compres-sive strenght is lower than specifi ed, all possible failures modes must be checked.

Shear capacities presented in Table3. are factored accord-ing to bolt material limits only. Buckling and bending of the bolt should be noted in situation occuring during erection time and installation. An exemple of calculation is given above in section 5.3.

Designer must provide to erectors instructions for tighten-ing the nuts. If needed, Peikko’s technical support will give advice.

In the event that high shear loads must be transfered to the Anchor bolts, the shear should be transfered by another mecanism such as a shear dowel.

4.2 Interaction of tensile and shear forces

Anchors or Anchor Groups that are subjected to bolt shear and axial loads shall be designed to satisfy the requirements of clauses 4.2.1 through 4.2.3.

The value of Nr (factored resistance in tension) shall be the smallest of the steel resistance of the Anchor in tension, concrete breakout resistance of the Anchor in tension, pull-out resistance of the Anchor in tension and side-face blow-out resistance.

The value of Vr (factored shear resistance) shall be the small-est of the steel resistance of the Anchor in shear, the con-crete breakout resistance of the Anchor in shear and the pryout resistance.

Nf = factored axial load normal to the cross-section occur-ring simultaneously with vf, including effects of tension due to creep and shrinkage (taken as positive for tension and negative for compression).

Vf = factored shear force according to bolt material capacities

Table 3. Design values for tensile(NS ) and shear capacities(VS )

BoltACI 318-05 CSA A23.3-04Ns

[kips]Vs

[kips]Nsr[kN]

Vsr[kN]

HPM 16 12.6 6.9 51.3 28.6

HPM 20 19.6 10.9 80.1 44.6

HPM 24 28.2 15.6 115.1 64.1

HPM 30 45.0 24.9 183.5 102.2

HPM 39 78.4 43.4 319.4 177.9

PPM 22 38.1 22.1 155.0 86.3

PPM 27 57.7 31.9 234.9 130.8

PPM 30 70.6 39.1 287.1 159.9

PPM 36 102.8 56.9 418.1 232.9

PPM 39 122.9 68.0 499.4 278.3

PPM 45 164.4 91.0 668.3 372.3

PPM 52 221.3 122.6 899.6 501.2

PPM 60 297.3 164.7 1208.6 673.4

4.2.1 Formula for tensionIf Vf ≤ 0.2Vr ,full resistance in tension shall be permitted, as follows (see fi gure 2)

NR ≥ NF

4.2.2 Formula for shearIf Nf ≤ 0.2Nr ,full resistance in shear shall be permitted, as follows (see fi gure 2)

VR ≥ VF

4.2.3 Formula for tension and shearIf Vf > 0.2Vr and Nf > 0.2Nr , the following shall apply (see fi gure 2)

NN

f f

r r

VV

+ 1.2≤

0,0

0,2

0,2

0,4

0,6

0,8

1,0

1,0

1,2

Trilinear Interaction Approach

Figure 2. Shear and tensile load interaction equation

The capacity of the normal force of a Bolt cast in concrete is the same in tension and compression. The bending and buckling of the Bolt should be noted in situations occurring during assembly. Such a situation can be dimensioned with

HPM AND PPM ANCHOR BOLTSthe PeikCol dimensioning program that can freely be down-loaded from Peikko’s website www.peikko.com.

5. APPLICATION

5.1 Limitations for application

The capacities of the Anchor Bolts have been calculated for static loads. In the case of dynamic and fatigue loads, grea-ter safety factors have to be used individually for each case.

5.2 Design principles

5.2.1 Principle of applicationHPM/P Ribbed Bar Anchor Bolts are used as overlapping Bolts in precast columns and as foundation Bolts.

HPM/L Ribbed Bar Anchor Bolts are also used as Anchor Bolts in foundations, and they are suitable for Bolt joints at the top of concrete beams or on the sides of columns.

PPM/P Ribbed Bar Anchor Bolts are used as overlapping Bolts in columns. The main reinforcement of the basic Bolt is attach ed to the reinforcement of the column with an over-lap.

PPM/L Ribbed Bar Anchor Bolts are used as Anchor Bolts in foundations.

Figure 3. Using the Bolts

PPM P -high foundation columns

HPM P -column joints

PPM L -foundation plates

HPM L -low foundation columns-foundation plates

5.2.2 Calculation principlesWith short Bolts, tension and compression forces create a concrete cone into the base structure in the situation of

ultimate limit state. To ensure the capacities minimum dis-tances of the edge and centres, minimum concrete cover and minimum reinforcement has to be undertaken accor-ding to section 5.2.4 and 5.2.5.

The normal forces on the long Bolts (PPM/P and HPM/P) are transferred through the overlapped ribbed bars to the main reinforcement of the structure.

Table 4. Splice factors for the long Bolts

Bolt type Factor

HPM/P 1.5

PPM/P 2.0

The factors in this table are provided as guidelines, local authorities having jurisdiction should be consulted prior to plan submission.PPM and HPM Anchor Bolts have been designed for rein-forced concrete 4500 PSI (30 MPa) in bond condition I.

The maximum level of the Anchor Bolts should be accor-ding to section 6.2.

The effect of the stability forces has been taken into consi-deration with a reduction factor of 0.8.

5.2.3 Requirements for concrete beddingPPM and HPM Bolts have been designed for reinforced con-crete 4500 PSI (30 MPa). The correction factors for lower grades and also for structure class 1 exist in section 5.2.6.

5.2.4 Minimum edge distances, centers and

attachment bedding reinforcement for long BoltsThe fi re-resistance period and environment class, in which the Column Shoes is situated, defi nes the concrete cover thickness according to local regulations.

Also centre distances of long Bolts (P-types) are defi ned according to local regulations.

Attachment bedding reinforcement

A basic column is reinforced with the amount of reinforce-ment corresponding to the Bolts’ bond.

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Table 5. Reinforcement of column with PPM/P Bolts

PPM PRebars of the Bolt

[imperial] [metric]

PPM 22P 2#6 2 M20

PPM 27P 2#8 2 M25

PPM 30P 2#8 2 M25

PPM 36P 4#6 4 M20

PPM 39P 3#8 3 M25

PPM 45P 4#8 4 M25

PPM 52P 4#10 4 M35

PPM 60P 4#10 4 M35

Table 6. The defi ning criteria for Bolt lengths

HPM/P HPM/P PPM/P

Concrete[psi] 4000 5000 4000

[MPa] 30 35 30

Bond coeffi cient I II I

Splice factor 1.5 1.5 2

Shearing forces

When shearing forces are transferred, the edge distance has to be at least 1.5 hef and the thickness of the slab must be at least 2.25 hef. Otherwise, the edge has to be rein-forced against the shearing forces or the capacity has to be decreased according to section 5.2.6

5.2.5 Minimum edge distances, centres and

attachment bedding reinforcement for short

BoltsThe minimum edge distance from the edge of the founda-tion is 1.5 hef and the thickness of the slab must be at least 2.25 hef for short HPM/L and PPM/L Anchor Bolts.

Table 7. The edge distance of short Bolts in footing and the minimum centre distances, when the joint consists of four Anchor Bolts

c / cNd

Md

≥ 1.5 X hef

c/c

[in] [ mm]

HPM 16L 3-1/2 80

HPM 20L 4-1/2 110

HPM 24L 5 120

HPM 30L 8 180

HPM 39L 12 280

PPM 22L 4 100

PPM 27L 4 100

PPM 30L 8 200

PPM 36L 12 280

PPM 39L 12 280

PPM 45L 12 280

PPM 52L 12 280

PPM 60L 12 280

If tensile force is affecting more than two Anchor Bolts, the centre distances have to be treated as a special case.

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10

HPM AND PPM ANCHOR BOLTS

Tensile forces

A single Bolt can be anchored without the need for pun-ching reinforcement. A pair of Bolts requires the use of mesh reinforcement according to the concrete standards. The reinforcement is distributed evenly in the area of the concrete cone.

Table 8. Foundation reinforcement

As

lb

Nd

Md

As Min. mesh reinforcement

[in2/ft] [ mm2/m] [imperial] [metric]

HPM 16L 0.079 167 # 3 @ 8 M10 @ 200

HPM 20L 0.106 225 # 3 @ 8 M10 @ 200

HPM 24L 0.136 288 # 3 @ 6 M10 @ 150

HPM 30L 0.159 336 # 3 @ 6 M10 @ 150

HPM 39L 0.236 500 # 3 @ 6 M10 @ 150

PPM 22L 0.168 355 # 3 @ 6 M10 @ 150

PPM 27L 0.222 470 # 3 @ 6 M10 @ 150

PPM 30L 0.231 490 # 3 @ 6 M10 @ 150

PPM 36L 0.255 539 # 3 @ 6 M10 @ 150

PPM 39L 0.313 663 # 4 @ 6 M15 @ 150

PPM 45L 0.352 745 # 4 @ 6 M15 @ 150

PPM 52L 0.410 869 # 4 @ 4 M15 @ 150

PPM 60L 0.481 1019 # 4 @ 4 M15 @ 150

If necessary, values lower than the edge distances stated in table 7 can be used if the concrete cone is anchored against Bolt force by using the following principles.

Figure 4. Alternatives for punching reinforcement

Nd

NdPPM LHPM L

PPM LHPM L

lb≥

If necessary, the HPM/L Anchor Bolts can be located closer to the edge of the structure if the corner of the structure is reinforced according to the Bolt forces. In that case, with the HPM/L Anchor Bolts, you can use the minimum edge distance of 3,1 x M, calculated on the basis of the local compression fraction of the concrete. Using this small edge distance (min. 3,1 x M) becomes necessary in beams, co-lumns and in the edges of other strongly reinforced struc-tures.

Table 9. The minimum edge distance of the HPM/L Anchor Bolts according to local compression factor. The reinforcement of the structure will prevent conical fracture.

3,1xM c / c

splices

Ash Splices

[in2] [ mm2] [imperial] [metric]

HPM 16L 0.025 52 1 # 3 1 M10

HPM 20L 0.039 82 2 # 3 2 M10

HPM 24L 0.056 118 3 # 3 3 M10

HPM 30L 0.088 187 4 # 3 3 M10

HPM 39L 0.153 325 5 # 3 5 M10

Compression forces

The compression anchoring of short Bolts requires a suf-fi cient concrete layer (h) underneath the Bolt’s forged head,

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so that the anchor piece does not cause a blowout failure under the Anchor Bolt. If (h) in the structure is lower than the required (hrequired,) the structure has to be reinforced.

Shearing forces

When shearing forces are transferred, the edge distance has to be 1.5 hef and the thickness of the slab must be at least 2.25 hef at the most. Oterwise, the edge has to be reinforced against the shearing forces or the capacity has to be decreased according to section 5.2.6.

5.2.6 The correction factors of capacity valuesConcrete grade

Correction factor for concrete 3000 psi (25 MPa) = 0.83

Edge distances for shearing force

The shearing force capacity requires an edge distance of 1.5 hef and the thickness of the slab must be at least 2.25 hef. If this requirement is not in place, reinforcement must be used to make sure the edge of the concrete structure will not break. Alternatively, the capacities must be reduced in relation to the edge distances.

Table 10. Reinforcing the blowout failure under the Bolt

As

Nd

lb h

Reinforcement, if h < hrequired

hrequired As

[in] [ mm] [in2] [ mm2]

HPM 16L 3-1/8 80 0.045 96

HPM 20L 3-15/16 100 0.067 141

HPM 24L 4-1/2 115 0.088 186

HPM 30L 5-11/16 145 0.147 311

HPM 39L 7-1/2 190 0.240 508

PPM 22L 3-1/2 90 0.070 149

PPM 27L 4-1/8 105 0.072 152

PPM 30L 4-3/4 120 0.141 298

PPM 36L 6-11/16 170 0.278 588

PPM 39L 7-11/16 195 0.340 720

PPM 45L 8-1/16 205 0.454 961

PPM 52L 8-11/16 220 0.484 1024

PPM 60L 11 280 0.713 1510

Correction Factor= 2

10⎟⎠⎞

⎜⎝⎛

×MC

C = Distance from structure section to the centre of the Bolt (mm)M = Thread Size (metric)

5.2.7 Joining to foundations and column to

column connections

Figure 5. Column joint of two different size columns

Ash

B

HAsh

Table 11. The expansion of the (Δmin) and splitting stirrups

Concrete grade(column)

[psi] 6000 7500 8000 8000 12000

[MPa] 40 50 60 60 80

Concrete grade(foundation)

[psi] 4500 4500 4500 6000 6000

[MPa] 30 30 30 40 40

The Bolts of the tension side yield Δ

[in] 0.13 x H 0.26 x H 0.38 x H 0.20 x H 0.38 x H

[ mm] 0.13 x H 0.26 x H 0.38 x H 0.20 x H 0.38 x H

Cross section compressed Δ

[in] 0.24 x H 0.43 x H 0.61 x H 0.33 x H 0.61 x H

[ mm] 0.24 x H 0.43 x H 0.61 x H 0.33 x H 0.61 x H

Diametric reinforcement

(BSt500S)Ash > A

[in2]

A =

B x

H /

430

A =

B x

H /

240

A =

B x

H /

170

A =

B x

H /

278

A =

B x

H /

153

[ mm2]

A =

B x

H /

430

A =

B x

H /

240

A =

B x

H /

170

A =

B x

H /

278

A =

B x

H /

153

The concrete strength of the lower column, in the column to column connection should be at least the same as the concrete strength of the upper column.

5.3 ERECTION NOTICEErection time

For program must calculate:

• Gd = Weight of column• Md = Bending moment (caused by wind)• Warning: Joint is not grouted - bolts analisis is similar to cantilever columns.

12

HPM AND PPM ANCHOR BOLTSImperial Metric

Diameter of thread

1,388 in1,513X4AX4

d spsp =

π=

π= mm3,35

976X4AX4d sp

sp =π

=π

=

Lever arm of shear force ( jmax ≤ 3,75 in or 100 mm)

4,2 in1,3885,02,522d5,0j

2ta spb =×++=×++= ( ( ( ( mm6,1023,355,060

250d5,0j

2t

sp =×++=×++= ( ( ( (ab

Forces per bolt; centre distance of bolt:

19 in2,5224E2bc =×−=×−= mm480602600E2bc =×−=×−=

Normal force of single bolt

kips9,17kips6,48

583,1273,104

461,0

c2n

Mn

GN ddd,b +

−=

×±−=

×±=

kN7,79kN2,216

48,0200,142

400,273

c2n

Mn

GN ddd,b +

−=

×±−=

×±=

Shear force of single bolt

0,75 kips4

3,0

n

VV d

d,b === kN58,34

30,14

n

VV d

d,b ===

Bending moment of single bolt

13 kipsXft,00,2

35,075,0aVM

M

bd,bd,b =

×=

α×

= kNm184,00,2

103,058,3aVM

M

bd,bd,b =

×=

α×

=

Elastic section modulus S

333

spb 0,340 in

32

1,513

32

dS =

×π=

×π= 3

33sp

b mm431832

3,35

32

dS =

×π=

×π=

Stress due to normal force

sp

bd,Nb 32190 psi

1,51

48,6

A

N===σ 2

3

sp

bd,Nb mm

N5,221

976

102,216

A

N=

×==σ

Stress due to bending moment

b

bd,Mb 4588 psi

0,3401,56

SM

===σ 2

6

b

bd,Mb mm

N6,424318

10184,0SM

=×

==σ

Combined stresses of one single bolt

d,Mbd,Nbd,b 36778 psi458832190 =+=σ+σ=σΣ2d,Mbd,Nbd,b mm

N1,2646,425,221 =+=σ+σ=σΣ

Design value factored according:ACI 318-05 CSA A23.3-04

ukyd 0,65ff == X 51851 psi 2ukyd mm

N0,70ff X 0,85 == X 327

Requirement

51851 psi36778 psifudd,b ≤σΣ <mm

N327mm

N1,264f 22udd,b ≤σΣ <

N

V

M

Figure 6. Static Model of the Anchor Bolt during erection

Table 12. Bolt design during erection

Figure 7. Forces on bolts during erection

13www.peikko.com

Static model of bolt:

Bolt will transfer the loads like a small cantilever or mast column.

Column connection:

• Column cross section bXh = 24X35 in2 or 600X900 mm2

• With 4 HPKM 39 Column Shoes• With 4 HPM 39 Anchor Bolts n = 4 Thread cross section Asp = 1,513 in2 or 976 mm2

Design Values of actions / forces:

Gd= 61,0 kips or 273 kNVd= 3,0 kips or 14,3 kNMd= 104,73 kips•ft or 142 kNmThese values are according to information of civil engineer/client .

Information for design:

• Bottom plate thickness t = 2 in or 50 mm• Joint thickness j=2,5in or 60mm (jmax ≤ 3,75in or 100mm)• Edge distance of bolt E = 2,5 in or 60 mm

Figure 8. Forces on bolts at the bottom of a column during erection

tj

dsp/2

a

Design Values of actions / forces for one bolt:

Nb,d = -48,6 kips or -216,5 kNVb,d = 0,75 kips or 3,58 kNMb,d = 1,56 kips•ft or 0,184 kNm

6. INSTALLATION

6.1 Appliance and equipment

Compiling the Bolts to Bolt groups is done with the PPK installation frame.

By using the installation frame, the right c/c distance as well as the verticality of the Anchor Bolts is secured. Cen-tre lines marked on the installation frame make it easier to measure the Anchor Bolt groups to their location accor-ding to module line. With the help of the installation frame, the Anchor Bolts can be grouped easily for direct use in reinforcement. Use of the welded Anchor Bolt groups, or grillages, is unnecessary.

The frame is installed by tightening it between the nuts. During casting, the frame protects the threads. By grea-sing the threads before casting it helps in the removal of the frame. The installation frame is attached by nailing it to the mould with a support timber and by binding the Anchor Bolt group into the reinforcement. An open frame makes casting and compacting the concrete with mechanical vibra-tors easier. After casting, the frame is detached and can be reused.

Figure 9. Using the PPK installation frame

Table 13. Wrench to be used for Peikko Bolts

Thread Wrench ( mm) Compatible Wrench (in)

M16 24 1

M20 30 1-3/16

M22 34 1-3/8

M24 36 1-7/16

M27 41 1-5/8

M30 46 1-13/16

M36 55 2-3/16

M39 60 2-3/8

M45 70 2-13/16

M52 80 3-1/4

M60 90 3-5/8

14

HPM AND PPM ANCHOR BOLTS6.2 Bolt installation and installation tolerances

The Anchor Bolts are installed at the level according to the fi gures in table 13. The level is measured from the sur-face of the rough casting, and the level tolerance is ±3/4 “ (±20 mm).

Table 14. Installation tolerances and the Anchoring Bolt’s height level from the surface of concrete when HPKM, PPKM and PEC Column Shoes are used.

Installation tolerance T

Inst

alla

tion

tole

ranc

e T

location toleranceof bolt group

±3/8“ (±10 mm)

Anchor Bolts

Column Shoes

GroutingBolt height from cast

level

Installation tolerance

for the Bolt (T)

[in] [ mm] [in] [ mm] [in] [ mm]

HPM 16 HPKM 16 2 50 4-1/8 105 ±1/8 ±3

HPM 20 HPKM 20 2 50 4-1/2 115 ±1/8 ±3

HPM 24 HPKM 24 2 50 5-1/8 130 ±1/8 ±3

HPM 30 HPKM 30 2 50 6 150 ±1/8 ±3

HPM 39 HPKM 39 2-3/8 60 7 180 ±1/8 ±3

PPM 22 PEC 24 2 50 5-1/8 130 ±1/8 ±3

PPM 27 PEC 30 2 50 6-1/4 160 ±1/8 ±3

PPM 30 2 50 5-7/8 150 ±1/8 ±3

PPM 36 PPKM 36 2-5/32 55 6-5/8 170 ±5/32 ±4

PPM 39 PPKM 39 2-3/8 60 7-1/16 180 ±5/32 ±4

PPM 45 PPKM 45 2-9/16 65 7-5/8 195 ±5/32 ±4

PPM 52 PPKM 52 2-3/4 70 8-7/8 225 ±3/16 ±5

PPM 60 3-1/8 80 10-1/4 260 ±3/16 ±5

When the Anchor Bolt group for the PPK installation frame is formed, a reciprocal location tolerance of ±1/8 “ (±3 mm) is achieved for the Anchor Bolts. The location tolerance of the Bolt group’s frame has to be ± 3/8 “ (±10 mm) in concrete element installation. The location of the center of each Anchor Bolt must be positioned at a maximum of 3/8 “ (±10 mm) from the position specifi ed in the plan drawing.

6.3 Bending the Anchor Bolts

The HPM Anchor Bolts and the rebars or Anchor Bars of the PPM Anchor Bolts are made of BSt500S (A500HW) ribbed steel.

6.4 Welding of the Anchor Bolts

Welding of the Anchor Bolts should be avoided, although all materials used in HPM and PPM Anchor Bolts are weldable (except the nuts).

6.5 Installing the columns

Column installation is done on top of washers adjusted to the right level with the nuts and by using installation pieces (shims or packers) under the columns. The verticality of the column is checked and the nuts are screwed on tight. Joint grouting must be done prior to installing the upper struc-tures. Using shims is not mandatory. However, you can also install precast columns with shims.

7. INSTALLATION CONTROL7.1 Instructions for controlling Bolt installation

Before casting

• ensure that the right frame is being used (c/c standards, thread size). HPKM and PPKM Column Shoes have a col-umn side measurement of 4 “ (100 mm) (M16 - M36) or 4-3/4 “ (120 mm) (M39 – M52) greater than the Anchor Bolts’ c/c standards.

• ensure the location of the Anchor Bolt group in relation to the module lines

15www.peikko.com

• ensure that the reinforcement required by the Anchor Bolts has been installed

• ensure that the Anchor Bolts are in planned, correct and right level

• ensure that the installation frame did not rotated

After casting

• ensure the location of the Anchor Bolt group (the tole-rance for concrete element column joints are portrayed in section 6.2). Greater variations must be reported to the structural designer.

• protect the thread until the installation of the column (tape, plastic tube etc.)

7.2 Instructions for controlling column installation

The joints have to be made according to the installation plan drawn by the designer (construction engineer). If needed, Peikko’s techni-cal support will give advice.

In particular, check the follow-ing:

• installation order• support during installation• instructions for tightening the nuts• instructions for joint casting

Peikko Group • www.peikko.com